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Home My WebLink AboutDrainage ReportPARKER LANE IN BARNSTABLE,MA DRAINAGE REPORT APPLICANT: WILLIAN EAGAN 70 NEWPORT AVENUE OSTERVILLE,MA 02655 ENGINEER: GALLAGHER ENGINEERING 4 WINDSOR DRIVE FOXBORO,MA 02035 December 1,2022 Drainage Narrative: The drainage system that is being proposed as part of the roadway improvements to Parker Lane is designed to mitigate the increase in stormwater runoff that results from the widening of the roadway and the construction of the gravel turn around that is proposed at the end of the improvements. The improvements result in an increase of gravel surface of 4,800 square feet.Of that increase, 3500 square feet is directed through the drainage swale into the infiltration basin located southeast comer of Lot 3A and 1300 square feet is directed through the drainage swale and into the leaching catchbasin located on the west side of Service Road. The following calculations show that the proposed infiltration basin has the capacity to contain the runoff volume for the increased gravel area up to the 100 year storm. Runoff volume of increase =1,159 C.F. Basin storage volume =1,340 C.F. The leaching catchbasin has the capacity to contain the runoff volume for the increased gravel roadway up to and including the 10 year storm event. Runoff volume of increase =234 C.F. Catchbasin storage volume =283 C.F. Given the soil conditions that exist at the site,the effect of infiltration of stormwater within the leaching catchbasin would allow for mitigation of the 100 year storm. Estimating Runoff Technical Release 55 Urban Hydrology for Small Watersheds Chapter 2 Table 2-2a Runoff curve numbers for urban areas Jj Cover description ---------- Curve numbers for --hydrologic soil group --- Average percent impervious area '!!Cover type and hydrologic condition A B C D Fully developed urban areas (vegetation established) Open space (lawns,parks,golf courses,cemeteries,etc.)Q{: Poor condition (grass cover <50%). Fair condition (grass cover 500Aito 75%). Good condition (grass cover>75%). Impervious areas: Paved parking lots,roofs,driveways,etc. (excluding right-of-way). Streets and roads: Paved;curbs and storm sewers (excluding right-of-way). Paved;open ditches (including right-of-way). Gravel (including right-of-way). Dirt (including right-of-way). Western desert urban areas: Natural desert landscaping (pervious areas only)~. Artificial desert landscaping (impervious weed barrier, desert shrub with 1-to 2-inch sand or gravel mulch and basin borders). Urban districts: Commercial and business . Industrial . Residential districts by average lot size: 118 acre or less (town houses). 114 acre . 1/3 acre . 1/2 acre . 1 acre . 2 acres . Developing urban areas Newly graded areas (pervious areas only,no vegetation)PI . Idle lands (eN's are determined using cover types similar to those in table 2-2c). 68 79 86 89 49 69 79 84 39 61 74 80 98 98 98 98 98 98 98 98 ~ 89 92 93 85 89 91 82 87 89 63 77 85 88 96 96 96 96 85 89 92 94 95 72 81 88 91 93 65 77 85 90 92 38 61 75 83 87 30 57 72 81 86 25 54 70 80 85 20 51 68 79 84 12 46 65 77 82 77 86 91 94 1 Average runoff condition,and Ia =0.2S. 2 The average percent impervious area shown was used to develop the composite CN's.Other assumptions are as follows:impervious areas are directly connected to the drainage system,impervious areas have a CN of 98,and pervious areas are considered equivalent to open space in good hydrologic condition.CN's for other combinations of conditions may be computed using figure 2-3 or 2-4. 3 CN's shown are equivalent to those of pasture.Composite CN's may be computed for other combinations of open space cover type. 4 Composite CN's for natural desert landscaping should be computed using figures 2-3 or 2-4 based on the impervious area percentage (CN =98)and the pervious area CN.The pervious area CN's are assumed equivalent to desert shrub in poor hydrologic condition. 5 Composite CN's to use for the design of temporary measures during grading and construction should be computed using figure 2-3 or 2-4 based on the degree of development (impervious area percentage)and the eN's for the newly graded pervious areas. (210-VI-TR-55,Second Ed.,June 1986)2-5 Worksheet 2:Runoff curve number and runoff DateIJ..·•.~~ Checked Soil name Cover description CN 11 Area Product and of hydrologic CN x area group N C')..•.jiiGacresNNc\J (cover type,treatment,and hydrologic condition;percent Q)!!!!!!Dmi2(appendix A)impervious;unconnected/connected impervious area ratio):0 =>=> ~C>C>0%u:::u::: TyJ1l /J ~12.19-1JJL 12~J;/)wl9y 714 ~.tS Date jj Use only one CN source per line Totals.dt09 =----------UseCN.I 7~eN (weighted)=total product = total area J1,'"'\,,'"v "',.'".-,.,'<..- ;;/2.~unoff _,,-0 ,..,--'.- Storm #1 Storm #2 Storm #3 Frequency .................................................yr Rainfall,P (24-hour)..................................in Runoff,Q ..................................................in (Use P and CN with table 2-1,figure 2-1.or equations 2-3 and 2-4) D-2 (210-VI-TR-55,Second Ed.,June 1986) Worksheet 2:Runoff curve number and runoff ProjectPM.U~L~J.J£By r.j~DateIJ.-/-:J':I.. Location1J~$TlltJt.S.Ch3--DateIJ-I-~).. Check one:D Present IRIDeveloped I~~II!/JII)A,IJAJlJh 70 Soil name Cover description CN .11 Area Product and of hydrologic CN x area group C\J ~z ~acresN(cover type,treatment,and hydrologic condition;percent ~!!!!!!Dmi2(appendix A)impervious;unconnected/connected impervious area ratio).0 :::>::> ~0>0>0%iI:iI: 7Yll.1':1 1-~J4.VI'-ICGI9IJWRY 7~".03 .11 Use only one CN source per line Totals.IJ ,()J ?~ ------=---Use eN.I 7ft;eN (weighted)=total product = total area Storm #1 Storm #2 Storm #3 Frequency yr Rainfall,P (24-hour)in D-2 (210-VI-TR-55,Second Ed.,June 1986) Runoff,Q in (Use P and CN with table 2·1,figure 2·1,or equations 2·3 and 2-4) Sf/L) Hydrograph Return Period Recap Hyd.Hydrograph Inflow Peak Outflow (cfs)Hydrograph No.type Hyd(s)description (origin)1-Yr 2-Yr 3-Yr 5-Yr 10-Yr 25-Yr 50-Yr 100-Yr 1 SCS Runoff ----0.08 ----0.16 0.21 --0.29 Increased roadway runnoff to basin 2 SCS Runoff ----0.03 -----0.06 0.08 ---0.11 Increased roadway runnoff to catchba Proj.file:Parker Lane.gpw Sunday,Dee 42022,2:14 PM Hydraflow Hydrographs by Intelisolve Hydrograph Summary Report Hyd.Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No.type flow interval peak hyd(s)elevation storage description (origin)(cfs)(min)(mln)(cuft)(ft)(cuft) 1 SCS Runoff 0.08 5 730 314 ---Increased roadway runnoff to basin 2 SCS Runoff 0.03 5 730 118 ------Increased roadway runnoff to catchba Parker Lane.gpw Return Period:2 Year Sunday,Dee 42022,2:14 PM Hydraflow Hydrographs by Intelisolve Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM Hyd.No.1 Increased roadway runnoff to basin Hydrograph type =SCS Runoff Peak discharge =0.08 cfs Storm frequency =2 yrs Time interval =5 min Drainage area =0.080 ac Curve number =76 Basin Slope =0.0%Hydraulic length =Oft Tc method =USER Time of conc.(Tc)=10.00 min Total precip.=3.20 in Distribution =Type III Storm duration =24 hrs Shape factor =484 Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 Hydrograph Volume =314 cuft Increased roadway runnoff to basin Hyd.No.1 --2 Yr Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 20 23 25 Time (hrs) 0.03 \ ~ "-.---- 0.02 0.01 0.00 o 13 15 1835810 --Hyd No.1 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday,Dee 4 2022,2:14 PM Hyd.No.2 Increased roadway runnoff to catchbasin Hydrograph type =SCS Runoff Peak discharge =0.03 cfs Storm frequency =2 yrs Time interval =5 min Drainage area =0.030 ac Curve number =76 Basin Slope =0.0%Hydraulic length =Oft Tc method =USER Time of conc.(Tc)=10.00 min Total precip.=3.20 in Distribution =Type III Storm duration =24 hrs Shape factor =484 Q (cfs) 0.10 Hydrograph Volume =118 euft Increased roadway runnoff to catchbasin Hyd.No.2 --2 Yr Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 20 23 25 Time (hrs) 0.09 )1"-- 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 a 10 13 15 18583 --HydNo.2 Hydrograph Summary Report Hyd.Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No.type flow interval peak hyd(s)elevation storage description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 SCS Runoff 0.16 5 730 624 -----Increased roadway runnoff to basin 2 SCS Runoff 0.06 5 730 234 -------Increased roadway runnoff to catchba Parker Lane.gpw Return Period:10 Year Sunday,Dee 42022,2:14 PM Hydraflow Hydrographs by Intelisolve Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday,Dee 4 2022,2:14 PM Hyd.No.1 Increased roadway runnoff to basin Hydrograph type =SCS Runoff Peak discharge =0.16 cfs Storm frequency =10 yrs Time interval =5 min Drainage area =0.080 ac Curve number =76 Basin Slope =0.0%Hydraulic length =Oft Tc method =USER Time of conc.(Tc)=10.00 min Total precip.=4.70 in Distribution =Type III Storm duration =24 hrs Shape factor =484 Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 Hydrograph Volume =624 cuft Increased roadway runnoff to basin Hyd.No.1 --10 Yr Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 20 23 25 Time (hrs) 0.15 ~ <. 0.10 0.05 0.00 a 8 13 15 183510 --Hyd No.1 II +/5" Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM Hyd.No.2 Increased roadway runnoff to catchbasin Hydrograph type =SCS Runoff Storm frequency =10 yrs Drainage area =0.030 ac Basin Slope =0.0% Tc method =USER Total precip.=4.70 in Storm duration =24 hrs Peak discharge Time interval Curve number Hydraulic length Time of conc.(Tc) Distribution Shape factor =0.06 cfs =5 min =76 =0 ft=10.00 min =Type III =484 Q (cfs) 0.10 Hydrograph Volume =234 cuft Increased roadway runnoff to catch basin Hyd.No.2 --10 Yr Q (cfs) 0.10 0.09 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 20 23 25 Time (hrs) 0.09 \ ~ "'--~ 0.08 0.07 0.06 0.05 0.04 0.03 0.02 0.01 0.00 o 8 1810131535 --Hyd No.2 J~f'< Hydrograph Summary Report Hyd.Hydrograph Peak Time Time to Volume Inflow Maximum Maximum Hydrograph No.type flow interval peak hyd(s)elevation storage description (origin)(cfs)(min)(min)(cuft)(ft)(cuft) 1 SCS Runoff 0.29 5 730 1,159 --------.•.Increased roadway runnoff to basin 2 SCS Runoff 0.11 5 730 435 -----Increased roadway runnoff to catchba Parker Lane.gpw Return Period:100 Year Sunday,Dee 42022,2:14 PM Hydraflow Hydrographs by Intelisolve Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM Hyd.No.1 Increased roadway runnoff to basin Hydrograph type =SCS Runoff Peak discharge =0.29 cfs Storm frequency =100 yrs Time interval =5 min Drainage area =0.080 ac Curve number =76 Basin Slope =0.0%Hydraulic length =Oft Tc method =USER Time of cone,(Tc)=10.00 min Total precip.=7.00 in Distribution =Type III Storm duration =24 hrs Shape factor =484 Q (cfs) 0.50 Hydrograph Volume =1,159 cuft Increased roadway runnoff to basin Hyd.No.1 --100 Yr Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 20 23 25 Time (hrs) 0.45 \l-J "---I--- 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 o 15 183581013 --Hyd No.1 Hydrograph Plot Hydraflow Hydrographs by Intelisolve Sunday,Dee 42022,2:14 PM Hyd.No.2 Increased roadway runnoff to catchbasin Hydrograph type =SCS Runoff Peak discharge =0.11 cfs Storm frequency =100 yrs Time interval =5 min Drainage area =0.030 ac Curve number =76 Basin Slope =0.0%Hydraulic length =Oft Tc method =USER Time of conc.(Tc)=10.00 min Total precip.=7.00 in Distribution =Type III Storm duration =24 hrs Shape factor =484 Q (cfs) 0.50 Hydrograph Volume =435 euft Increased roadway runnoff to catch basin Hyd.No.2 --100 Yr Q (cfs) 0.50 0.45 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 20 23 25 Time (hrs) 0.45 A 1"- 0.40 0.35 0.30 0.25 0.20 0.15 0.10 0.05 0.00 o 3 1858101315 --Hyd No.2 GALLAGHER ENGINEERING 4 Windsor Drive Foxboro,MA 02035 (508)543-9894 JOB PI1-I2..J<!!.12-,-Llt).);:;8f}/MJSr/}B L Il.j »:», SHEET NO,·/5 OF /5'' CALCULATEDBYFrG-DATE1;2 -[-ex ~ CHECKEDBY DATE _ SCALE_------------ r •i I I I i I I !I t I i I ! 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